CN111535162A - Energy dissipation and shock absorption device for improving shock resistance of prefabricated assembled concrete filled steel tube pier - Google Patents
Energy dissipation and shock absorption device for improving shock resistance of prefabricated assembled concrete filled steel tube pier Download PDFInfo
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- CN111535162A CN111535162A CN202010451410.3A CN202010451410A CN111535162A CN 111535162 A CN111535162 A CN 111535162A CN 202010451410 A CN202010451410 A CN 202010451410A CN 111535162 A CN111535162 A CN 111535162A
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- concrete
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- top plate
- bearing
- filled steel
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/268—Composite concrete-metal
Abstract
The invention discloses an energy dissipation and shock absorption device for improving shock resistance of a segment-assembled concrete-filled steel tube pier, and belongs to the field of bridge engineering construction. The invention improves the energy consumption of the section-assembled concrete-filled steel tube pier, enhances the connection between the sections of the pier, can reduce the displacement of the pier top by coordinating the stress deformation between the sections in the earthquake, only needs to replace the damaged pull rod in time after the earthquake, and has good repairability after the earthquake.
Description
The invention belongs to the field of bridge engineering, and particularly relates to an energy dissipation and shock absorption device for improving shock resistance of a prefabricated assembled concrete-filled steel tube pier.
The prefabricated assembled reinforced concrete bridge pier in the background technology is mainly used for highway bridges and canal bridges in low-intensity areas at present, because the projects have high requirements on construction environment and construction period, and the advantages of factory prefabrication can be fully exerted. The defects of serious damage, poor energy consumption and high requirement on pier top displacement at the bottom joint of the section-assembled pier during earthquake limit the popularization of the section-assembled pier in high-intensity areas. The larger pier top displacement puts higher requirements on the design of the anti-falling beam of the upper structure of the pier.
With the improvement of the connection and assembly technology among the segments, some prefabricated pier structures which have high vertical bearing capacity and are suitable for high-intensity areas are proposed and researched, and the segment prefabricated and assembled concrete-filled steel tube piers are just one of the prefabricated and assembled pier structures. The steel pipe is adopted to restrain the concrete, so that the axial bearing capacity of the member can be greatly improved. Meanwhile, as the steel material has good ductility, the concrete filled steel tube bridge pier not only has high bearing capacity, but also has good horizontal bearing capacity. In the prefabricated part course of working, the steel pipe can regard as the side direction template of concrete simultaneously, can improve work efficiency and have economic nature.
Compared with the integral cast-in-place pier, the prefabricated assembled concrete filled steel tube pier has lower energy consumption under the earthquake action, and an energy consumption device needs to be additionally arranged to improve the earthquake action. At present, domestic energy consumption devices developed aiming at prefabricated assembled piers are mainly divided into three types: internal energy dissipation devices, such as energy dissipation steel bars are arranged inside joints of the segment piers; external energy dissipation devices, such as dampers or mild steel dampers, are arranged outside the joints of the segment piers; the pier bottom energy dissipation device is provided with an energy dissipation support at the joint of the pier bottom and the bearing platform. The existing energy dissipation and shock absorption devices are different in autumn, and the repairability of the internal energy dissipation device after the internal energy dissipation device is shocked is poor, so that the external energy dissipation device can be used as a design first choice on the premise of good durability.
In recent years, the earthquake-proof design of the structure is more and more focused on a design method based on performance, and the structure is expected to have post-earthquake recovery performance through reasonable and ingenious design so as to reduce economic loss caused by the earthquake to the maximum extent. The prestressed section prefabricated assembled pier has been deeply researched abroad and widely transported in low-intensity areas, the pier sections are axially connected into a whole through prestress, and the bearing capacity and the self-resetting capacity are provided by the prestress; the response of the prestressed segment prefabricated assembled pier under the earthquake action can be vividly compared with a tumbler swinging structure, when the bending moment generated by external load reaches the resisting bending moment provided by the self weight of the structure and the prestress, the pier starts to rotate around the pier bottom, the opening and closing of the seam of the pier bottom and the contact part of the foundation are realized, the energy consumption devices are arranged at the seam of the pier bottom and the seam of the adjacent pier segment, the earthquake energy can be effectively dissipated, and the self damage of the structure is reduced. Because the opening of the joints among the sections can cause larger pier top displacement under the action of an earthquake, the capacity of controlling the deformation of the joints is also realized on the premise of ensuring that additional residual displacement is not caused by self buckling deformation after the earthquake when an external energy consumption device is researched and developed. The external energy consumption devices proposed at home and abroad can generate large additional residual displacement, the rigidity of the external energy consumption devices is not enough to control the deformation of the joint, and the energy consumption and shock absorption effects are not obvious.
The invention aims to solve the problems and aims to provide an energy dissipation and shock absorption device which is convenient to construct, has no additional residual displacement, can be repaired strongly after an earthquake and can effectively control the deformation of a joint and improve the earthquake resistance of a prefabricated and assembled concrete-filled steel tube pier.
The technical scheme adopted by the invention is as follows:
an energy dissipation and shock absorption device for improving shock resistance of a prefabricated and assembled concrete-filled steel tube pier comprises a first load-bearing top plate, a foot plate, a second load-bearing top plate, a load-bearing bottom plate and a pull rod; the first bearing top plate and the bearing bottom plate are mutually and vertically fixed with the first steel pipe concrete segment, the second bearing top plate is mutually and vertically fixed with the second steel pipe concrete segment, pull rods are uniformly distributed between the first bearing top plate and the foot plate and between the second bearing top plate and the bearing bottom plate, the upper ends of the pull rods are welded with the base, the upper ends of the pull rods are respectively connected with the first bearing top plate and the second bearing top plate through the base, and the lower ends of the pull rods are respectively in threaded connection with the foot plate, connected with the bearing bottom plate and fixed through nuts; the foot plate is fixed with the bearing platform through the anchor bolt.
The first concrete filled steel tube segment, the second concrete filled steel tube segment and the third concrete filled steel tube segment are round steel tubes or rectangular steel tubes, a PVC tube is fixed in the center of the steel tube, prestressed tendons are installed in the PVC tube, concrete is poured in the space inside the steel tube and the space outside the PVC tube, the lower ends of the prestressed tendons are anchored in a bearing platform through anchors, the prestressed tendons respectively penetrate through the PVC tubes in the first concrete filled steel tube segment, the second concrete filled steel tube segment and the third concrete filled steel tube segment, and the upper ends of the prestressed tendons and a pier cap are anchored through the anchors.
The thicknesses of the first bearing top plate, the foot plate, the second bearing top plate and the bearing bottom plate are not less than the maximum diameter of the pull rod.
The first bearing top plate, the bearing bottom plate and the first concrete filled steel tube segment are vertically welded and fixed, the second bearing top plate and the second concrete filled steel tube segment are vertically welded and fixed, and the welding mode adopts full-penetration welding seam connection.
The diameter of the reserved pull rod hole passage of the first bearing top plate, the second bearing top plate and the bearing bottom plate is 4-5 mm larger than that of the pull rod, and the diameter of the base at the upper end of the pull rod is 3-4 cm larger than that of the reserved pull rod hole passage.
The pull rod is made of materials such as common steel bars, high-strength steel bars or shape memory alloys, and a layer of polytetrafluoroethylene anticorrosive material or other materials with small friction coefficients is wrapped outside the pull rod.
The invention has the advantages that:
construction convenience, it is obvious to the limiting action that warp between the steel core concrete section, can improve steel core concrete section pier power consumption nature, after the earthquake in time change the damage the pull rod can, have fine repairability to can not bring additional earthquake after residual displacement, mainly embodied:
1. in an earthquake, when the bearing top plate and the bearing bottom plate rotate relatively along with the adjacent steel pipe concrete segments, the outer side pull rod rotates to limit the opening of the joint by bearing tensile force, the tensile force is mainly provided by the axial rigidity of the outer side pull rod, the inner side pull rod rotates without bearing pressure due to the structural characteristics of the bolt joint, so that after-earthquake residual displacement caused by the buckling deformation of the pull rod basically does not occur, only the damaged pull rod needs to be replaced in time after the earthquake, and the post-earthquake repairability is good;
2. the relative rotation between the adjacent concrete-filled steel tube segments is very small, and the condition that the pull rod is bent during rotation can not occur, so that the phenomenon that the pull rod is clamped with the bearing plate after being bent basically can not occur, when the bearing top plate and the bearing bottom plate are relatively dislocated along with the adjacent concrete-filled steel tube segments, all the pull rods participate in working to form a shear-resistant member, and the shear-resistant bearing capacity of the concrete-filled steel tube pier can be improved;
3. in the earthquake, the tension rod generates elastic-plastic deformation to consume earthquake energy without compression phenomenon in the process of inhibiting the deformation of the concrete filled steel tube sections, so that the energy consumption of the structure is improved, and the requirement on pier top displacement is reduced;
4. the material of the pull rod can conveniently and flexibly select common steel bars, high-strength steel bars or shape memory alloy and other materials, and the energy consumption of the structure and the pier top displacement in an earthquake can be adjusted by changing the length, the number and the diameter of the pull rod to adjust the limiting effect of the pull rod on the steel pipe concrete sections;
5. the bearing plate is convenient to construct, only needs to be welded with the corresponding position of the concrete filled steel tube segment, and the construction method is mature and high in economical efficiency.
Description of the drawings fig. 1 is a schematic view of the application of the energy-consuming and shock-absorbing device of the pull rod of the present invention;
fig. 2(a) is a cross-sectional view a-a of a segment of a concrete filled steel tube pier;
fig. 2(b) is another a-a sectional view of a segment of a concrete filled steel tube pier;
FIG. 3 is a front view of the structure of the energy dissipating and shock absorbing device of the present invention;
FIG. 4(a) is a top view of a structure of the energy dissipating and damping device of the present invention;
FIG. 4(b) is a top view of another structure of the energy-dissipating and shock-absorbing device of the present invention;
in the figure: 1. the steel pipe concrete floor comprises a first bearing top plate, a first bearing bottom plate, a second bearing bottom plate, a first base, a second base, a first PVC pipeline, a second PVC pipeline, a first prestressed tendon, a second anchor, a second bearing top plate, a second bearing bottom plate, a second PVC pipeline, a second prestressed tendon, a second anchor, a second steel pipe concrete segment, a third steel pipe concrete segment, a second steel; 15. bearing platform, 16, anchor bolt.
The present invention will be further described with reference to the accompanying drawings.
As shown in fig. 1, 3 and 4, the energy dissipation and shock absorption device for improving the shock resistance of the precast assembled concrete filled steel tube pier comprises a first bearing top plate 1, a foot plate 14, a second bearing top plate 10, a bearing bottom plate 2 and a pull rod 13; the first bearing top plate 1 and the bearing bottom plate 2 are mutually vertically fixed with the first steel pipe concrete segment 12, the second bearing top plate 10 is mutually vertically fixed with the second steel pipe concrete segment 9, pull rods 13 are uniformly distributed between the first bearing top plate 1 and the foot plate 14 and between the second bearing top plate 10 and the bearing bottom plate 2, the upper ends of the pull rods 13 are welded with the base 3, the upper ends of the pull rods 13 are respectively connected with the first bearing top plate 1 and the second bearing top plate 10 through the base 3, and the lower ends of the pull rods 13 are respectively in threaded connection with the foot plate 14, are connected with the bearing bottom plate 2 and are fixed through nuts 11; the foot plate 14 is fixed to the platform 15 by anchor bolts 16.
As shown in fig. 2, the first concrete filled steel tube segment 12, the second concrete filled steel tube segment 9, and the third concrete filled steel tube segment 8 are circular steel tubes or rectangular steel tubes, a PVC pipe 4 is fixed at the center of the steel tube, a prestressed reinforcement 5 is installed in the PVC pipe 4, concrete is poured in the space inside the steel tube and outside the PVC pipe 4, the lower end of the prestressed reinforcement 5 is anchored in a bearing platform 15 through an anchorage device 6, the prestressed reinforcement 5 respectively passes through the PVC pipe 4 in the first concrete filled steel tube segment 12, the second concrete filled steel tube segment 9, and the third concrete filled steel tube segment 8, and the upper end of the prestressed reinforcement 5 is anchored with the pier cap 7 through the anchorage device 6.
The thicknesses of the first bearing top plate 1, the foot plate 14, the second bearing top plate 10 and the bearing bottom plate 2 are not less than the maximum diameter of the pull rod 13.
The first bearing top plate 1, the bearing bottom plate 2 and the first concrete filled steel tube segment 12 are vertically welded and fixed, the second bearing top plate 10 and the second concrete filled steel tube segment 9 are vertically welded and fixed, and the welding mode adopts full-penetration welding seam connection to ensure that the axial force of the pull rod 13 can be reliably transmitted.
The diameter of a reserved pull rod 13 hole passage of the first bearing top plate 1, the second bearing top plate 10 and the bearing bottom plate 2 is larger than the diameter of the pull rod 13 by 4-5 mm, and the diameter of a base 3 at the upper end of the pull rod 13 is larger than the diameter of the reserved pull rod 13 hole passage by 3-4 cm.
The pull rod 13 is made of common steel bars, high-strength steel bars or shape memory alloy and the like, a layer of polytetrafluoroethylene anticorrosive material or other materials with small friction coefficient is wrapped outside the pull rod 13 to ensure that the pull rod 13 does not bear pressure by sliding relative to the first bearing top plate 1, the second bearing top plate 10 and the bearing bottom plate 2 when being pressed, and meanwhile, the durability of the pull rod 13 can also be ensured.
According to the invention, a foot plate 14 is manufactured in a factory according to the size of a bearing platform 15, a hole channel of a pull rod 13 is reserved at a corresponding position of the center of the foot plate 14, the hole channel is processed into an internal thread shape, and a hole channel of a foundation anchor bolt 16 is reserved at the edge of the foot plate 14. According to design requirements, materials such as high-strength steel bars or common steel bars or shape memory alloys of corresponding models are selected as the pull rod 13 and processed into a bolt shape. Vertical intervals are reserved between the second bearing top plate 10 and the bearing bottom plate 2 and between the first bearing top plate 1 and the foot plate 14, and the size of the intervals is determined by the length of the pull rod 13. The center of the reserved pull rod hole channel in the first bearing top plate 1 and the center of the corresponding reserved pull rod hole channel in the foot plate 14 are on the same vertical line, and the center of the reserved pull rod hole channel in the second bearing top plate 10 and the center of the corresponding reserved pull rod hole channel in the bearing bottom plate 2 are on the same vertical line. The bearing platform 15 is cast, cured and formed in situ according to the actual design size during construction. The foot plate 14 is manufactured in a factory to have the same size and shape as the top surface of the bearing platform 15, and an internal threaded hole channel of the pull rod 13 and a hole channel of the anchor bolt 7 are accurately reserved.
Claims (6)
1. The utility model provides an improve prefabricated energy consumption damping device who assembles steel pipe concrete pier shock resistance which characterized in that: comprises a first bearing top plate (1), a foot plate (14), a second bearing top plate (10), a bearing bottom plate (2) and a pull rod (13); the first bearing top plate (1), the bearing bottom plate (2) and the first steel pipe concrete segment (12) are mutually vertically fixed, the second bearing top plate (10) and the second steel pipe concrete segment (9) are mutually vertically fixed, pull rods (13) are uniformly distributed between the first bearing top plate (1) and the foot plate (14) and between the second bearing top plate (10) and the bearing bottom plate (2), the upper ends of the pull rods (13) are welded with the base (3), the upper ends of the pull rods (13) are respectively connected with the first bearing top plate (1) and the second bearing top plate (10) through the base (3), and the lower ends of the pull rods (13) are respectively in threaded connection with the foot plate (14), connected with the bearing bottom plate (2) and fixed through nuts (11); the foot plate (14) is fixed with the bearing platform (15) through a foot anchor bolt (16).
2. The energy dissipation and shock absorption device for improving the shock resistance of the precast assembled concrete-filled steel tube pier as claimed in claim 1, wherein: first concrete-filled steel tube segment (12), second concrete-filled steel tube segment (9), third concrete-filled steel tube segment (8) are circular steel pipe or rectangle steel pipe, fixed PVC pipe (4) in steel pipe center, installation prestressing tendons (5) in PVC pipe (4), concrete is pour in the inside and PVC pipe (4) exterior space of steel pipe, prestressing tendons (5) lower extreme passes through ground tackle (6) anchor in cushion cap (15), prestressing tendons (5) pass first concrete-filled steel tube segment (12) respectively, second concrete-filled steel tube segment (9), PVC pipe (4) in third concrete-filled steel tube segment (8), prestressing tendons (5) upper end and pier cap (7) are through ground tackle (6) anchor.
3. The energy dissipation and shock absorption device for improving the shock resistance of the precast assembled concrete-filled steel tube pier as claimed in claim 1, wherein: the thickness of the first bearing top plate (1), the foot plate (14), the second bearing top plate (10) and the bearing bottom plate (2) is not less than the maximum diameter of the pull rod (13).
4. The energy dissipation and shock absorption device for improving the shock resistance of the precast assembled concrete-filled steel tube pier as claimed in claim 1, wherein: the first bearing top plate (1), the bearing bottom plate (2) and the first concrete filled steel tube segment (12) are vertically welded and fixed, the second bearing top plate (10) and the second concrete filled steel tube segment (9) are vertically welded and fixed, and the welding mode adopts full-penetration welding seam connection.
5. The energy dissipation and shock absorption device for improving the shock resistance of the precast assembled concrete-filled steel tube pier as claimed in claim 1, wherein: the diameter of a hole passage of a reserved pull rod (13) of the first bearing top plate (1), the second bearing top plate (10) and the bearing bottom plate (2) is 4-5 mm larger than that of the pull rod (13), and the diameter of a base (3) at the upper end of the pull rod (13) is 3-4 cm larger than that of the hole passage of the reserved pull rod (13).
6. The energy dissipation and shock absorption device for improving the shock resistance of the precast assembled concrete-filled steel tube pier as claimed in claim 1, wherein: the pull rod (13) is made of common steel bars, high-strength steel bars or shape memory alloy.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2020100408730 | 2020-01-04 | ||
| CN202010040873 | 2020-01-04 |
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| CN111535162A true CN111535162A (en) | 2020-08-14 |
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| CN202010451410.3A Pending CN111535162A (en) | 2020-01-04 | 2020-05-25 | Energy dissipation and shock absorption device for improving shock resistance of prefabricated assembled concrete filled steel tube pier |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112030728A (en) * | 2020-08-26 | 2020-12-04 | 绍兴文理学院 | Prefabricated bridge pier connecting system of assembled beam bridge and construction method of prefabricated bridge pier connecting system |
| CN113585049A (en) * | 2021-09-08 | 2021-11-02 | 辽宁省交通规划设计院有限责任公司 | Self-resetting prefabricated assembled concrete filled steel tube pier node connection structure with replaceable plastic hinges and manufacturing method thereof |
| CN113789718A (en) * | 2021-09-29 | 2021-12-14 | 天津大学 | Self-resetting hollow sandwich concrete-filled steel tube segment assembled pier |
| CN114991386A (en) * | 2022-06-01 | 2022-09-02 | 上海宝冶集团有限公司 | High-shock-resistance reinforced concrete column anchored by main reinforcement |
-
2020
- 2020-05-25 CN CN202010451410.3A patent/CN111535162A/en active Pending
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112030728A (en) * | 2020-08-26 | 2020-12-04 | 绍兴文理学院 | Prefabricated bridge pier connecting system of assembled beam bridge and construction method of prefabricated bridge pier connecting system |
| CN113585049A (en) * | 2021-09-08 | 2021-11-02 | 辽宁省交通规划设计院有限责任公司 | Self-resetting prefabricated assembled concrete filled steel tube pier node connection structure with replaceable plastic hinges and manufacturing method thereof |
| CN113585049B (en) * | 2021-09-08 | 2022-11-08 | 辽宁省交通规划设计院有限责任公司 | Self-resetting prefabricated assembled concrete filled steel tube pier node connecting structure with replaceable plastic hinges and construction method thereof |
| CN113789718A (en) * | 2021-09-29 | 2021-12-14 | 天津大学 | Self-resetting hollow sandwich concrete-filled steel tube segment assembled pier |
| CN113789718B (en) * | 2021-09-29 | 2022-11-18 | 天津大学 | Self-resetting hollow sandwich concrete-filled steel tube segment assembled pier |
| CN114991386A (en) * | 2022-06-01 | 2022-09-02 | 上海宝冶集团有限公司 | High-shock-resistance reinforced concrete column anchored by main reinforcement |
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